junkSAMANTHA RIDGE
Drainage and Erosion
Control Report
Prepared for: Jack Long
The One Eleven Building
Auburn, WA 98002
(253)846-5756
August 14, 2007
Prepared by: Pete Swan
Reviewed by: Jeff McInnis, PE
PETRA ENGINEERING, LLC
535 Dock Street, Suite 213
Tacoma, WA 98402
(253)752-7617
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Project No: 06-036
Project Name: SAMANTHA RIDGE
Storm Report -Samantha Ridge.doc
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538 DOCK STREET • BD1TE 219 I TACOMA I WA 188482 1 PHONE (283) ]52-]81] I FAK (2531 ]BtA882 I VMM1N.PEfRAFNC.NET
TABLE OF CONTENTS
FACILITY SUMMARY FORM
PROJECT ENGINEER'S CERTIFICATE ................................................................................8
III. DRAINAGE REPORT ............................................................................................ ...................9
Section 1 -Project Description ....................................................................__. ..................9
Section 2 -Existing Conditions ....................................._.. _..................... _...._. ..................9
Section 3-Infliration Rates/Soils Report.........._......._...._...._ ........................ ..................9
Section 4 -Wells and Septic Systems .............................................................. ..................9
Section 5 -Fuel Tanks ...................................................................................... ................10
Section 6 -Sub-basin Description .................................................................... ................10
Section 7-Analysis of 100-Year Flood ............................................................. ................10
Section 8 -Aesthetic Considers[ions ................................................................ ................10
Section 9 -Facility Sizing and Downstream Analysis ....................................... ................10
Section 10 -Covenants, Dedications, and Easements .................................... ................11
Section 11 -Property Owners Association Articles of Incorporation ................ ................11
Section 12 -Other Permits or Conditions Placed on the Project ..................... ................11
Section 13-Bond Ouantilies and Declaration of Covenant ..................._.. _.... ................11
IV. EROSION CONTROL PLAN ................................................................................ .................11
Section 1 -Construction Sequence and Procedure ......................................... ................1 t
Section 2 -Soil Stabilization and Sediment Trapping ...................................... ................12
Section 3 -Permanent Erosion Control and Site Restoration .......................... ................12
Section 4 - Geolechnical Analysis and Report ................................................. ................13
Section 5 -Inspection Sequence ...................................................................... ................13
Section 6 -Control of Pollutants other than Sediments .................................... ................13
Section 7 -Utilities .............. _...... _.............. _................_.............................. _. _...............13
Appendix A-Vicinity Map & Drainage Exhibits
Appendix B -Hydraulic Analysis
5 a_HF:<....~.,_ ,._zv ,,,~~
I. FACILITY SUMMARY FORM
Proponent's facility name or identifier (e.g., Pond A):
Name of road or street to access facility:
Hearings Examiner case number:
Development Review Project No. /Bldg. Permit No.:
Parcel Number(s):
Part 1 - Project Name and Proponent
Project name:
Project owner:
Project contact
Address:
Phone:
Project proponent (if different):
Address:
Phone:
Detention Pond
Crystal Springs Road NW
#15654-001-01
22719240600
PETRA Engineering
535 Dock Street -Ste. 213 Tacoma, WA 96402
(2531752-7617
Project engineer: Pete Swan
Firm: PETRA Engineering
Phone number: (253) 752-7617
._ __ _,.~t_..
Part 2 -Proiect Location
Section ............................. 19
Township ......................... 17
Range .............................. 02
Names and addresses of adjacent orooertv owners:
Floyd Cummings (North) 614 Crystal Springs Rd. Yelm, WA 98597
Pacific Frontier, LLC (East) 406 Crystal Springs Rd. Yelm, WA 98597
Clarke Properties, LLC (South) 404 Railroad Ave SE Yelm, WA 98597
Ryan 8 Tami Pearson (South) 404 Edwards St. SW Yelm, WA 98597
Troy Truong (South) 402 Edwards St. SW Yelm, WA 98597
Michael Killion (West) 16744 Coates Rd. Yelm, WA 98597
Part 3 - Tvpe, of Permit Application
Type of permit (e.g., commercial building):
Other permits (D):
^ DOF/W HPA
^ COE Wetlands
^ FEMA
^ Shoreline Management
^ Encroachment
^ Other
^ COE 404
^ DOE Dam Safety
^ Floodplain
^ Rockery/Retaining Wall
® Grading
Other agencies (Federal, Stale, Local, etc.) that have or will review this Drainage and Erosion Control
Plan: None
Part 4 - Proposed Proiect Description
What stream basin is the project in (i.e., Clover):
Project Size, acres 4.12 Acres
Zoning :......................... R-6
On-site:
Residential Subdivision:
Number of lots ....................................................................
Yelm Creek
29 Units
Lol size (average, acres) .................................................... N/A
Building PermiUCommercial Plat:
Building(s) (footprint, acres) ............................................... 0.44 Acres
Concrete paving (acres) ..................................................... 0.26 Acres
Gravel surtace (acres) ................................................... _._ N/A
Lattice block paving (acres) ............................................... N/A
Public roads-including gravel shoulder (acres)............ 0.25 Acres (oH-site)
Private roads-including gravel shoulder (acres) .......... 0.33 Acres
On-site impervious surtace total (acres) ....................... 1.05 Acres
Part 5 -Pre-developed Project Site Characteristics
Stream through site (yln) ......................................Yes
Name ................................................... Yelm Creek
Shoreline Designation ......................... Urban
Type of feature this facility discharges to (i.e., lake, stream, intermittent stream, pothole, roadside ditch,
sheet0ow to adjacent property, etc.): Spreader Trench
GROUND
Swales (y/n) ....................................................... ......... N
Steep slopes-steeper than l0%(yln) ................ _....... N
Erosion hazard (yln) .......................................... ......... N
100-year tloodplain(y/n) .................................... ......... Y
Wetlands (yln) .................................................... ......... N
Seeps/springs (yln) ............................................ ......... N
High groundwater table (y/n) ............................. ......... N
Creek ................................................................ ......... Y
Part 6 -Facility Description
Total area tributary to facility including off-site (acres) ........... ........ 4.12 Acres
Total on-site area tributary to facility (acres) .......................... ........ 4.12 Acres
Design impervious area tributary to facility (acres) ................. ........ f.05 Acres
Design landscaped area tributary to facility (acres) ................. ....... 3.07 Acres
Design total tributary area to facility (acres) ............................ ....... 4.12 Acres
Enter "1" for type of facility
~~- es aim -_ --
Wet pond detention ............................................ ....... 1
Wet pond water surface area (acres) ................. ....... 0
Dry pond detention ............................................. ....... 0
Underground detention ....................................... ....... 0
I of Itration pond ........................................... _...... ....... 0
Drywell infiltration .................................. _............ ....... 0
Coalescing plate separator ................................. ....... 0 _
Centrifuge separator (Vortechs 2000) ................ ....... 1
Other .................................................................. ....... 0
Outlet type (enter "1" for each type present):
Filter .............. _..................................... _.................. .. 0
Oilfwater separator .................................................. .. 0
Single oriice ............................................................ .. 0
Multiple orifices ........................................................ .. 0
Weir ......................................................................... .. 0
Spi Ilway .................................................................... .. 0
Pump(s) ................................................................... .. 0
Other (Spreader Trench) ......................................... .. 1
Part 7 -Release to Groundwater
Design percolation rate to groundwater (if applicable) ..........................................NIA
Part 8 -Release to Surface Water (if applicable)
Prior to entering the storm pond, the Flow will be routed through a Vortechs Model 2000 for stormwater
treatment. Once through the water quality device and attenuated by the 6,700 cubic foot storm pond, the
stormwater will be released to the Yelm Creek system through a spreader trench system located just
outside of the 100-year flood plain elevation.
~.... -.~~_ _. ~ _. rce't
II. PROJECT ENGINEER'S CERTIFICATE
I hereby certify that this Drainage and Erasion/Sediment Control Report for the SAMANTH RIDGE project
has been prepared by me or under my direct supervision and meets minimum standards of care and
expertise which is usual and customary in this community for professional engineers. I understand that
City of Yelm does not and will not assume liability for the sufficiency, suitability, or performance of
drainage facilities designed by me.
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III. DRAINAGE REPORT
Section 1 -Project Description
This report accompanies the civil plan submittal for the development of the 29 unit mulit-family project
named Samantha Ridge on Crystal Springs Road in Yelm, WA. The site is located east of Crystal
Springs Road in [he northern ez[remity of the City of Yelm, directly across from the intersection between
Crystal Springs and Coates Street in Section 19 of Township 17N and Range 2E.
The project involves the creation of 29 residential units on 8 lots, approximately 14,500 Sq. Ft. of
associated private roads, and the associated recreation tracts and open space areas to satisfy the PRD
requirements of the City of Yelm.
Section 2 -Existing Conditions
Appendix Dcontains apre-developed hydrology map showing the site as i[ exists today. As can be seen
from that map, the site remains mostly undeveloped and covered in grasses, a small number of trees,
and a small residence in the southwest corner of the subject property.
The overall site proposed for development is 179,583 Square Feet, or 4.12 Acres, a(fer a right-of-way
dedication to the City of Yelm. Although the overall parcel is significantly larger than 4.12 acres, the
western portion of the site is being segregated through a Boundary Line Adjustment process and sold to a
third party.
The site is sloped to the east, fairly steeply at the western portion and fairly shallow farther to the east.
The site is entirely contributory to the small creek bed known as Yelm Creek. This creek bed has been
dry during the duration of this project, but historically has flowed through the rainy season. There is an
associated floodplain to approximately elevation 330 which is noted on the plans submitted with this
report.
Yelm Creek is considered a Critical Area. A Critical Areas Report has been compiled and submitted by
Talasaea Consultants under separate cover. This Critical Areas Report will address the reduction of the
CAO buffer to accommodate the proposed design.
Section 3 -Infiltration Ra[eslSoils Report
A geotechnical report was prepared by Gary A. Flowers, PLLC for this project and has been submitted
under separate cover. This report was prepared only for use by the design engineer in designing
pavement and for exploration of the feasibility of on-site infltration.
Section 4 -Wells and Septic Systems
Records at Thurston County Health Department and the Department of Ecology were searched in order
to locate wells and septic systems [hat may be located within the setback distances from the stormwater
pond. In addition, the Project Engineer, or someone under his direct supervision, has visited the site to
verify the presence or absence of wells and septic systems as best can be done visually without
trespassing onto other properties. All wells and septic systems found to be located within the setback
distances from the stormwater pond or ponds have been shown on the plans.
Section 5 -Fuel Tanks
Records at Thurston County Health Department and the Department of Ecology were searched in order
to locate the presence of above and below ground fuel storage tanks that may be located within the
setback distances from the stormwater pond or ponds. In addition, the Project Engineer, or someone
under his direct supervision, has visited the site to verify the presence or absence of fuel tanks as best
can be done visually without trespassing onto other properties. All fuel tanks found to be located within
the setback distances from the stormwater pond or ponds have been shown on the plans.
Section 6 -Sub-basin Description
The site is made up of a single basin with a high elevation of 345 feet along the southwest corner of the
site, sloping to the west. Impervious roads, sidewalks, and driveways will be routed to the ponds for
treatment and detention. All roofs will be provided with a storm drainage stub connecting to the
centralized storm drainage water quality and detention system, thus eliminating the need far individual
infiltration systems on each lot.
Section 7-Analysis of 100-Year Flood
A Hydrogeologic Assessment was prepared by GeoEngineers addressing potential; high groundwater
flood hazard areas on or around the site. This report is was submitted under separate cover.
Section 8 -Aesthetic Considerations
The stormwater facility will be landscaped. Additional landscaping shall also be provided throughout the
project in conformance with the approved landscaping and tree restoration plan, as applicable, and as
otherwise required by the approving authority.
Section 9-Facility Sizing and Downstream Analysis
In the developed condition, we are proposing the installation of a 22' wide internal road system consisting
of approximately 14,500 Sq. Ft. of new impervious. In addition, the building pads will comprise
approximately 19,000 square feet of impervious area, with the driveways encompassing approximately
10,700 square feet of impervious area. When tallied, the impervious area created by the project will total
45,738 square feet, or 1.05 acres.
The proposed storm drainage system, designed to comply with the 1992 DOE stormwater Management
Manual for the Puget Sound Basin, will include a detention pond at the eastern portion of the project site.
This storm pond has been sized to receive runoff from the site. The developed 2, 10, and 100-year
storms have been estimated using [he SBUH methodology using the Stormshed® software. The pond
was then sized to reduce flows to the pre-developed flows of 50 % of the 2-year, and the 10 and 100-year
Flowrates. Prior to entering [he storm pond, the flow will be routed through a Vortechs Model 2000 for
stormwater treatment. Once through the water quality device and attenuated by the 6,700 cubic foot
storm pond, the stormwater will be released to the Yelm Creek system through a spreader trench system
located just outside of the 100-year Flood plain elevation.
A hydrologic analysis of the developed conditions has been completed using Stormshed software and the
SBUH methodology using a Type 1A hyetograph. On-site soil has been classified as Hydrologic Soil
Group C as a result of the on-site soil exploration compelled by Gary Flowers, LEG. Although the SCS
mapping shows the site as containing both Spanaway and McKenna soils, the on-site exploration did not
turn up any infiltratable soils on the site.
The results of the detention analysis, showing the expected runoff values from the impervious areas
contributing to the WO and detention systems, are tabulated below:
.,,- A, t~....~e ,. ..- .-,.,_ ~.,
Event Pre-Develop Flow cfs) Developed Flow (cfs Attenuated Flow (cfs
2- r/24-hr .1960 50 % - .0980 .6074 .0990
10- r/24-hr .4183 .9366 .4179
100-yr124-hr .6667 1.2448 .6660
The detention pond sizing was performed utilizing the rates presented above and is presented in [he
appendix. The appendix contains the hydrology calculations as well as pre and post-development maps.
Section 10-Covenants, Dedications, and Easements
All stormwater (acilities located on private property shall be owned, operated, and maintained by the
property owners, their heirs, successors, and assigns. The property owners shall enter into an
agreement with the governing body, a copy of which is included in the Maintenance Plan. The agreement
requires maintenance of the stormwater facilities in accordance with the maintenance plan provided and
shall grant easement far access to [he governing body to inspect [he stormwater facilities. The
agreement also makes provisions for the governing body to make repairs, after due notice is given to the
owners, if repairs are necessary to ensure proper pertormance of the stormwater system and if the
owners fail to make the necessary repairs. The cost of said repairs shall be borne by the property
owners, their heirs, successors, and assigns.
Section 11 -Property Owners Association Articles of Incorporation
All residential subdivisions shall form a Homeowner's Association for [he purpose of assigning
responsibility and liability for [he operation and maintenance of stormwater facilitiesjofntly serving lots
within the subdivision. The association is not required for facilities that serve a single property owner.
Articles of Incorporation shall be developed for the association and submitted to the governing hody prior
to f nal project approval.
Section 12 -Other Permits or Conditions Placed on [he Project
Building Permits will be obtained to construct the buildings.
Section 13 -Bond Quantities and Declaration of Covenant
These items will be supplied after the first review of this plan set.
IV. EROSION CONTROL PLAN
Section 1 -Construction Sequence and Procedure
Prior to commencing any grading or filling upon the site, all erosion control measures, including
installation of a stabilized construction entrance, shall be installed in accordance with [his plan and the
details shown on the drawings. More specifically, the fallowing construction sequence shall be observed:
__...
SAS'.,., . ,,'n!DG_ ~~.
Construction on this site shall be conducted substantially in accordance with the construction
sequence described on [he plans and in this erosion control plan. Deviations from this sequence
shall be submitted to the project engineer and permitting jurisdiction. Deviations must be
approved prior to any site disturbing activity not contained within these plans.
2. For each phase of the development of this site, [he following general sequence shall be
observed:
a. Flag clearing limits.
b. Install construction entrance.
c. Install inlet protection for existing inlets in the vicinity of areas to be disturbed.
d. Call for inspection by the project engineer.
e. Clear and grub site per plans and specifications.
f. Install erosion control measures as required.
g. Rough Grade site and install utilities and storm drainage improvements.
h. Fine grade and pave site.
i. Stabilize site with landscaping and required seeding.
j. Remove erosion control measures after site is stabilized and after approval of Pierce County
inspector.
3.Once the site is disturbed, continue operations diligently toward completion.
Monitor all erosion control facilities, and repair, modify, or enhance as directed or as required.
Section 2-Soil Stabilization and Sediment Trapping
Sediment ponds shall be constructed at the beginning of each phase of construction to perform as
temporary sediment traps. Protection of offsite properties against sedimentation is an absolute necessity.
Additional measures may be required to provide full protection of downstream areas. Additional
measures may include, but are not limited to, use of sediment bags in ezis[ing catch basins, increased
fliers within sediment ponds such as hay bales, introduction of coagulants to the sediment ponds, and
other such measures. Continuous monitoring of the erosion control systems, depending upon site and
weather conditions, shall be ongoing throughout project development.
Vehicle tracking of mud off-site shall be avoided. Installation of a stabilized construction entrance shall be
installed at the start of construction at the exit point to be used by equipment. This entrance is a
minimum requirement and may be supplemented if tracking of mud onto public rights-of-way becomes
excessive. If the entrance mat becomes Tlled with dirt, it will be refurbished by dislodging the riprap and
reconstructing the pad. Alternatively, new material will be added to the pad to provide. storage for
additional sediment. Should sediment be tracked on to the street, operations will cease until the tracked
material has been removed by street sweeping and [he pads have been refurbished.
Catch basin inserts placed throughout the site will trap sediment and prevent silt laden runoff from leaving
the site. The insert will be examined regularly for rips or tears in the material and will be replaced if
defects are identifed.
Section 3 -Permanent Erosion Control and Site Restoration
There are no permanent retaining walls, energy dissipaters, geotextiles, or bank reinforcements
associated with this project. This project shall utilize landscaping and paving as permanent erosion and
sediment control features.
Disturbed areas on and off-site shall be hydroseeded or otherwise landscaped or stabilized upon project
completion to provide permanent erosion control where required. Erosion control measures shall remain
in place unfit final site stahilization is imminent (e.g., paving scheduled with a favorable weather forecast).
Section 4- Geotechnical Analysis and Report
Existing slopes in the area of the stormwater ponds are a[ a maximum of 2 % . No embankment is
required. A geotechnical report has been prepared by Gary Flowers and was submitted under separate
cover.
Section 5-Inspection Sequence
The Project Engineer, or someone under his direct supervision, and the permit authority shall inspect the
temporary erosion control facilities (construction entrance, sediment traps, and erosion control barriers)
prior to commencement of construction. During and following construction, the Engineer shall inspect the
construction of the permanent stormwater facilities and report to the permit authority his findings as to
performance and operability of the completed system.
The plans for this project specify the use of various erosionlsediment control measures: construction
entrance and catch basin inlet protection. These sediment control facilities will be inspected weekly at the
end of the work week and subsequent to each storm event.
Section 6-Control of Pollutants other than Sediments
Control of pollutants other than sediments is the responsibility of the Contractor. As a minimum, a
centralized equipment marshalling area and containment area is to be provided on-site for equipment
maintenance and storage of any equipment service materials. An area on-site will be selected as a
temporary debris and stockpile area for materials that will be removed from the site. Erosion control
containment and berming of this area will be provided for pollutant containment and sheeting provided for
coverage or lining if applicable. The superintendent will be expected to use his best judgment in
addressing any and all conditions that are potentially damaging to the environment.
Section 7 -Utilities
Trenches will be opened only immediately prior to installation of the sewer and water utilities. Trenches
will be backfilled immediately after any required testing or inspections of the installed utility lines. In
locations where the utility trenching may interfere with stormwater quantity and quality control measures,
the construction superintendent will coordinate the activity to ensure that no erosion or sediment transport
occurs. Trenching spoils will be treated as other disturbed earthwork and measures will be taken to cover
or otherwise stabilize the material, as required.
APPENDIX A -Vicinity Map & Drainage Exhibits
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APPENDIX B -Hydraulic Analysis
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History Cleared: 10:07:23 Thursday, August 03, 2006
Post 100-year Event Summary
Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acfr) :Area (ac) Method Raintype
6-month 0.3412 7.83 0.1087 1 3100 '. SBUH TYPEIA
2 yeaz O.b037 7.83 0.1937 13100 SBUH TYPEIA
IOyear 0.9306 7.83 0.3022 '. 1.3100 ;SBUH TYPEIA'
25 year ].0927 7.83 0.3566 1 3100 '... SBUH TYPEIA'..
.100 yeaz',, 1.2544 7.83 I 0.4110 !. 1.3100 '. SBUH TYPE]A'.
Record Id: Post 100-year
Design Method SBUH Rainfall Type TYPE]A
,Hyd InN 10.00 min (Peaking Factor '. 484.00 ',
!Abstraction Coeff 0.20 '.
!Pervious Area (AMC 2) 0.00 ac 'DCIA '.
.. 1.31 ac
Pervious CN ------
0.00 DC CN 98.00 '...
,Pervious TC 0.00 min DC TC 0.56 min
Directly Connected CN Calc
_..-
Description SubArea Sub cn '
-------P ~ ----..----- __._-
Im ervious surfaces avements, roofs, etc) 1.31 ac _ 98.00
DC Composited CN (AMC 2) 98.00
Directly Connected TC Calc
Type Description Length i Slope Coeff Mise TT
'.Sheet Smooth Surfaces.: 0.01 I 30 00 ft .'10.00%'-0.Ol 10 ,0.00 in x•0.00 mm '.
Channel (intetm) Concrete pipe (n=0.012) 200.00 ft '12.00°/ 0.0120 10.56 min "
Directly Connected TC '. 0.86mm ''.
Post 10-year Event Summary
Event Peak Q (efs);Peak T (hrs);Hyd Vol (acfr)'~,Area (ac),Method ~~Raintype
6-month ~ 0.3457 7.83 0.1087 '.. 1.3100 ', SBUH TYPEIA
' 2year '.. 0.6121 '~ 7.83 0.1937 1.3100 SBUH ''.TYPEIA '~
10 year' 0.9438 7.53 0.3022 1.3100 '... SBUH TYPEIA'
25 year 1.1083 7.83 0.3567 1.3100 SBUH TYPEIA
100 year 1.2723 7.83 0.4111 1.3100 SBUH TYPE]A
Record Id: Post 10-year
Design Method SBUH Rainfall type '',. TYPEIA
Hyd In[v 10.00 min Peaking Factor 484 00
', Abstraction Coeff 0.20
Pervious Area (AMC 2) 0.00 ac .DCIA 1.31 ac 'i
Pervious CN 0.00 '.DC CN '.. 98.00 '.
Pervious TC 0.00 min bC TC '.. 0.86 min '
Directly Connected CN Calc
' Descripton SubArea '. Sub cn
Impervious surfaces (pavements, roofs, etc) 1.31 ac 98.00 '~
DC Composited CN (AMC 2) 198.00
' Directly Connected TC Calc
' Type I, Description I Length ~ Slope ', Coeff Mi sc '~. TT '
Sheet Smooth Surfaces .0.011 30 00 fr :~ 10.00% :0.0110 0.00
i in '.0.00 min
~
---- - -__---_._
Channe] (mterm) -. ~
. .-...---
,Concrete pipe (n=0.012) 200.00 ft'.2.00% 0.0120 __.
_-
O.S6 min '..
Directly Connected TC 0.86mm '.
Post 2-year Event Summary
'. Event (Peak Q (cfs)',Peak T (hrs) .Hyd Vol (acft) Area (ac)',Method Rain[ype'',
6-month '... 0.3457 '.~ 7.83 0.1087 1.3100 '~, SBUH I'fYPE]A''..
2yeaz 0.6121
- 7.83
--
- 0.1937
- 1.3100 ',. SBUH TYPEIA!
]0 year !
0.9438 ~
7.83
~ 0.3022 1.3100 !SBUH ',TYPEIA ~..
'~. 25 yeaz 1.1083 !~ 7.83 0.3567 -'-~~1 3100 ;SBUH ~,TYPEIA'~.
!100 yeaz 1.2723 7.83 ~ 0.4111 '~. L3100 :SBUH TYPEIA'.
Record 1d: Post 2-year
- - -- -
Design Method SBUH ..Rainfall type TYPEIA
Hyd Intv '. 10.00 min 'Peaking Factor ' 484.00 '
'. !Abstraction Coeff '. 0.20
Pervious Area (AMC 2) 0.00 ac ~.DCIA 131 ac
Pervious CN 0.00 DC CN 98.00
Pervious TC 0.00 min DC TC 0.86 min
Directly Connected CN Calc
'. Description SubArea ', Sub en
Impervious surfaces (pavements, roofs, etc) 1.31 ac 98 00
DC Composited CN (AMC 2) '. 98.00
Directly Connected TC Cale
Type ~ Desenption ', Length: Slope
~ ', Coeff Misc TT '
'~Smooth Surfaces.: 0.011 .30.00 ft .10.00%
'Sheet 0.0110 2.00 in 0.31 mm'-
'..Channel (interm) ~.,Conerete pipe (n=0.012) 200 00 ft '.2.00% 0.0120 x '0.56 mm '.
~. i Directly Connected TC '. 0.86min ''..
Post 6-month Event Summary
Event !Peak Q (cfs) -Peak T (hrs) ,Hyd Vol (acft) .Area (ac) .Method Raintype
6-month '.. 0.3457 7.83 0.1087 I 1.3100
- :SBUH ;TYPElA'..
'.. 2 yeaz 0.6121 j 7.83 0.1937 -
1 3100 SBUH ;TYPElA ~,
', 10 yeaz 0.9438 '~, 7.83 ~ 0.3022 '. 1.3100 SBUH --TYPElA'.
'. 25 yeaz 7.1083 7.83 0.3567 1.3100 '. SBUH TYPElA'
100 yeaz'., 1.2723 '~ 7.83 0.4111 ', 1.3100 SBUH TYPElA'
Record Id: Post 6-month
.Design Method SBUH ',Rainfall type '... TYPElA
Hyd Inri i 10.00 min '!Peaking Factor 484.00 '..
I ',. iAbstraction Coeff 0.20
____- ____-_
Pervious Area (AMC 2) - _ -r-_.. ___.__ -
'. 0.00 ac DCIA __..._.___.__.
1.31 ac
Pervious CN 0.00 ;DC CN ', 98.00 '.
.Pervious TC ~ 0.00 min ',DC TC '.. 0.86 mtn '..
Directly Connected CN Calc
Description '. SubArea Sub en '..
Impervious surfaces (pavements, roofs, etc) ~'. 1.31 ac 98.00
', DC Composited CN (AMC 2) 98.00 ''..
Directly Connected TC Calc
Type Description 'Length Slope Coeff Misc TT
Sheet :Smooth Surfaces.: 0.011 330.00 ft 10.00% 0.0110'0.00 in 0.00 min ''
Channel (interm) Concrete pipe (n=0.012) 200 00 fr '2.00% 0.0120 0.56 min
---._. _. _._ --____._ _.c.. __
Directly Connected TC 0.86mm I
Pre-100-Year Event Summary
'. Event .Peak Q (efs)';Peak T (hrs) Hyd Vol (acft) (Area (ac) Method :.Raintype..
6-month '.. 0.0547 ~ 8.17 0.0375 ''. 1 3050 SBUH TYPEIA'
2 eaz 02017 8.17 0.0985 '. 1.3050 '~. SBUH TYPEIA'~.
10 yeaz ~, 0.4361 8.00 '~ 0.1891 1 3050 SBUH TYPEIA'.
'', 25 year 0.5634 ~'- 8.00 02373
~ ': 13050
~ SBUH TYPEIA
',100yeaz , 0.6939 -~, 8.00 0.2867
, '; 13050 ':;SBUH TYPE]A.,
Record Id: Pre-100-Year
Design Method SBUH .Rainfall type TYPE]A '.
!Hyd Inty ~ 10.00 min Peaking Factor 484 00
'; ',Abstraction Coeff 020
.Pervious Area (AMC 2) 130 ac DCIA 0.00 ac
:Pervious CN 87.00 DC CN 0.00
Pervious TC '. 17.28 mtn :DC TC 0.00 min
Pervious CN Calc ''..
Description I SubArea Sub cn
Herbaceous ''. 1.30 ac 87.00 ''..
_ __
Pervious Composited CN (AMC 2) __
87.00 '.
Pervious TC Calc '..
Type ', Description '^ Length Slope Coeff Misc 'I TT ''..
'.Sheet "Dense grasses :024 :50.00 ft '2;22.00% 0 2400 .0.00 in 0.00 min
Sheet Dense grasses :024 ':100.00 ft ',3.00% 02400 0.00 in '.0.00 mm
Pervious TC 17.28 min '.
Pre-10-Year Event Summary
Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method ~;Raintype.
6-month ' 0.0547 ' 8.17 0 0375 1 3050 SBUH ,TYPEIA
2 yeaz 0.2017 8.17 0.0985 1.3050 SBUH TYPE]A
]0 yeaz 0.4361 ' 8.00 0.1891 1.3050 SBUH TYPE]A
25 yeaz , 0.5634 8.00 0.2373 1 3050 .SBUH TYPE]A
,100 yeaz '~, 0.6939 8.00 ', 0.2867 1.3050 SBUH TYPE]A.
Record Id: Pre-10-Year
Design Method SBUH ,Rainfall type TYPEIA
;Hyd Into ', 10.00 min .Peaking Factor 484.00 ',.
'
,Pervious Area (AMC 2) I
1.30 ac (Abstraction Coeff
DCIA ~ 0.20 '..
~ 0.00 ac
',Pervious CN
',Pervious TC '~. 87.00
17.28 min DC CN
'DC TC 0.00
I. 0.00 min
Pervious CN Calc
Description SubArea Sub cn '',
Herbaceous 1.30 ac 87.00 '~..
Pervious Composited CN (AMC 2) 87.00 '~.
Pervious TC Calc
~', Type
i Description Length Slope Coeff i Misc ' TT '..
',',Sheet Dense grasses : 0.24 90.00 ft .22.00% 0.2400 '-0.00 in D.00 mm ,.
''Sheet
~ Dense grasses :0.24 "100.00 ft ..3.00% 0.2400 ''0.00 in '-0.00 mm '..
' Pervious TC 17.28 mm ',
Pre-Z-year Event Summary
Event Peak Q (cfs)'.,Peak T (hrs),.Hyd Vol (acft)Area (ac);Method 2,Baintype!,
6-month', 0.0547 '~, 8.17 ', 0.0375 1.3050 '. SBUH '~..TYPEIA'.
'~, 2year , 0.2017 8.17 '~~~ 0.0985 1.3050 ', SBUH ',TYPElA'
', 10 yeaz '.. 0.4361 8.00 '~. 0.1891 , 1.3050 '. SBUH TYPElA'.
',, 25 year :. 0.5634 8.00 '., 0.2373 1.3050 SBUH TYPElA',
100 year. 0.6939 8.00 0.2867 1.3050 SBUH 'TYPEIA'
Record Id: Pre-2-year
Design Method
----- -- -----._...- SBUH
- _----- Rainfall type '.. TYPE]A
Hyd Inri ._.
10.00 mm ----. _g _...-----
Pealun Factor ---...._
' 484.00
' .Abstraction Coeff ~ 0.20 '.
Pervious Area (AMC 2) 1.30 ac DCIA 0.00 ac
Pervious CN
87.00 ._-- - _. _..
DC CN
0.00
.Pervious TC ~ 17.28 min DC TC ''~ 0.00 min
Pervious CN Calc -__
Description SubArea Sub cn
Herbaceous 1.30 ac ~.. 87.00
Pervious Composited CN (AMC 2) 87.00
Pervious TC Calc '
Descripton I. Length I, Slope Coeff ''~.~ Misc I TT
Dense grasses t 0.24
',Dense grasses :0.24 ,50.00 ft ;22.00% ..0.2400 2.50 in
100.00 ft :3.00% 0.2400 !2.50 in
Pervious TC '.3.55 mm
.13.73 min
'~.~~~17.28 mm i
Record Id: MH Release
Descnp: LPrototype Structure Yncrement 0.10 ft :'
Start El. .100.0000 ft Max El. 105.0000 ft''~
',Orif Coeff ,0.62 Lowest Orif El. X98.00
:Lowest Diam ~ 1.9043 in Dist to ncxt i 1.1500 ft
'D2 15.9000 in ',Dist to next 0.0000 ft ~ '.
r--= -...---- .- -.._
~. Stage Discharge Rating Curve '
':100.0000 ft .'0.0000 cfs ' 102.6000 ft ! 1.2962 cfs '~.
1100.1000 ft''.0.0311 cfs YY 02.7000 ft'~1.3378 cfs'-
1100.2000 ft.0.0440 cfs ',102.8000 ft!1.3781 cfs
',100.3000 ft ',0.0539 cfs ! 102.9000 ft I~ 1.4172 cfs '..
100.4000 ft 10.0622 cfs '.103.0000 ft ~! 1.4553 cfs
100.5000 ft!0.0696 cfs 103.1000 ft 1.4924 cfs
100.6000 ft 0.0762 cfs 103.2000 ft 1.5286 cfs
100.7000 ft 0.0823 cfs 103.3000 ft ].5639 cfs
100.8000 ft .0.0880 cfs ,.103.4000 ft 1.5984 cfs'.
100.9000 ft :0.0934 cfs 103.5000 ft 1.6322 cfs
101.0000 ft'.'0.0984 cfs 103.6000 ft 1.6653 cfs
101.1000 ft 10.1032 cfs ' 103.7000 ft 11.6978 cfs
!.101.2000 ft 10.3190 cfs 103.8000 R .1.7296 cfs''
',101.3000 ft !0.4781 cfs 103.9000 ft 1.7608 cfs
' 101.4000 ft 10.5888 cfs ':104.0000 ft ] .7916 cfs
101.5000 ft !0.6794 cfs .104.1000 ft' 1.8217 cfs'..
'~ 101.6000 ft 10.7582 cfs ! 104.2000 ft 1.8514 cfs'
'.101.7000 ft X0.8289 cfs'',104.3000 ft':1.8806 cfs
'' 101.8000 ft !0.8936 cfs'.104.4000 ft ~ 1.9094 cfs
':101.9000 ft!-0.9537 cfs 104.5000 ft'1.9377 cfs '.
102.0000 ft 1.0101 cfs '..104.6000 ft'1.9657 cfs'..
!102.1000 ft 1.0633 cfs '..104.7000 ft 1.9932 cfs''..
:2.0203 cfs
102.2000 ft 11.1139 cfs ~104.8000ft
] 02.3000 $ ~'~, 1.1623 cfs ,104.9000 ft';2.0471 cfs
'.102.4000 ft',1.2086 cfs '';105.0000 ft :2.0736 cfs
':102.5000 ft''..1.2532 cfs '..105.1000 ft 2.0997 cfs '.
'. ''.105.0000 ft'2.0736 cfs'..
Hydrograph ID: 10 year out
'. Area '.1.3100 ac , Hyd Int!10.00 min Base Flow
Peak flow..0.4086 cfs (Peak Time8.50hrs Hyd Vol 0.3022 acft':.
Hydrograph 1D: 1.00 year out
'. Area ! 1.3100 ac Hyd Int :10.00 min'.Base Flow '.
':.Peak flow 0.6909 cfs'.Peak Time ,8.171us Hyd Vol 0.4110 acft'..
Hydrograph ID: 2 year out
Area 1.3100 ac '; Hyd Int,10.00 min Base Flow':
Peak flow b.1007 cfs',Peak Time'1,12.17 hrs Hyd Vol ~p.1937 acft ~'
Record ld: N-001
..... --
Descrip: Prototype Record dncrement 0.10 ft I
.Start EI 100.0000 fr :Max El. 105.0000 ft '.
Storage Node Pond !Discharge Node MH Release'.
Record Id: Pond
Descrip: :Prototype Record Increment 0.10 ft
'Start El. '!..100.0000 ft Max EL 103.0000 fr'.
ILenbrth !.50.0000 ft Width
~ .50.0000 ft
'~Lengthssl ..3.OOhav Lengthss2 :3.OOOOh.Iv',
:Width ssl '3,3.OOhav Width ss2 '3.OOOOhav''
Record Id: MH Release
Descrip: IPrototype Structure Increment ''-0.10 ft '.
!.Start EL '.~ 100 0000 ft Max El. ' 105.0000 ft''.
-0rif Coeff !-0.62 Lowest Onf E] A8.00 ~'~~
.Lowest Diam 11.9043 in Dist to next 1.1 S00 ft ''
'D2 ;5.9000 in Dist to next -0.0000 ft '~,
Record Id: Pond
Descrip: '',Prototype Record 'J.Incrcment ~'~,0.10 ft
'.Start EL ':100.0000 ft Max El. ':103.0000 ftl
:.Length 50.0000 ft '.Width "50.0000 ft '.
'.Length ss] '3.OOhav '':Length ss2 ".3.OOOOh 1 v
':Widthssl '3.OOhav :Width ss2 3.OOOOhav'i
'~. Stage Storage Rating Curve ~
'':'100.0000 ft ii 0.0000 cf '':x101.6000 ft,,' 4817.1520 cf
_ ---
100.1000 ft x253.0120 cf 101.7000 ft5175 9560 cf i
.1002000 fr'~.. 1S 2 0960 cf !101.8000 ft ~'~, 5541.9840 cf I
' 1003000 ft !, 7773240 cf 1101.9000 ft! 59153080 cf '.
'.100.4000 ft ~~ 1048.7680 cf'.102.0000 ft ! 6296.0000 cf I~
.100.5000 ft'.1326.5000 cf '102.100D ft ~ 6684.1320 cf ''.
100.6000 ft ~! 1610.5920 cf 11022000 ft ! 7079.7760 cf '
100.7000 ft 1901.1160 cf 102.3000 ft 7483.0040 cf
100.8000 ft 2198.1440 cf 102.4000 ft 7893.8880 cf '..
.- -_ --
100.9000 ft 2501.7480 cf 102.5000 ft 8312.5000 cf '..
- -- -
101.0000 ft 2812.0000 cf 102.6000 ft 8738.9120 cf
.101.1000 ft .3128.9720 cf 102.7000 ft .9173.1960 cf ''.
~-4 y ~5 , ~a
+5
101.2000 ft'3452.7360 cf'102.8000 ft', 9615.4240 cf to V
',101.3000 ft'~3783.3640 cf 102.9000 ft'..10066.6680 cf
'.101.4000 ft 14120.9280 cf'~.103.0000 ft ].0524.0000 cf':.
1101.5000 ft!~4465.5000 cf '.103.1000 ft',.10990.4920 cf'..
Running C:\\Data\\Job Files\\06-036 Crystal Springs\\Storm\\N-00
Report.pgm on Thursday, August 03, 2006
Summary Report of all Detention Pond Data
''. Event ':Precip (in) ~'..
,
'.:6-month ..''....1.2100 '',.
2 year 2.0000 '
--
'~10 year ''....3.0000
.,..
--~~
'.25 yeaz 3.5000
''
-
,100 yeaz 14.0000
'
~~3
SJ
L7vU-S i ~,;~
BASLIST2
[Pre-2-year] Using [TYPElA] As [2 yeaz]
[Post 2-year] Using [TYPEl A] As [2 year]
[Pre-10-Year] Using [TYPEl A] As [70 year]
[Post 10-yeaz] Using [TYPEIA] As [10 yeaz]
[Pre-100-Year] Using [TYPE] A] As [100 yeaz]
[Post ]00-year] Using [TYPEl A] As [100 year]
LSTEND
.
- ~
- --
_
.-- _ _ _
Peak Q Peak T '', Peak Vol
BasmID Event ~
~ i
Area
' ~Method/Loss jRainType,
'
(ac-ct)
(cfs) (hrs) (ac)
; ~~
''.Pre-2 year 2 yeaz 0.2017 8.17 ' 0 0985 ', 1.30 SBUH/SCS '':TYPEIA
'.Post 2 year 2 year '~. 0.6121 7.83 0.1937 ' 1 31 ':. SBUH/SCS ''.TYPE]A
!Pre-10 10 yeaz '~ 0.4361 8.00 ''. 01891 1.30 SBUH/SCS TYPEIA
Yeaz
Post 10 !IOyear ~; 0.9438 783 ~'~ 0.3022 '. 1.31 SBUH/SCS TYPEIA
,.,year ,
Pre-100- 100 ', 0.6939 8 00 ', 0.2867 '', 1 30 ,SBUH/SCS ''~..TYPEIA'
Year year
Post 100 100 12544 783 04110 '' 131 SBUH/SCS .TYPElA
yeaz '. year -_
BASLIST [TYPElA] AS [2 year] DETAILED
[Pre-2-yeaz] [Post 2-year] [Pre-10-Yeaz] [Post 10-yeaz] [Pre-100-Year] [Post 100-yeaz]
LSTEND
Record Id: Pre-2-year
.Design Method ' SBUH .Rainfall type TYPElA
Hyd Intv ~ 10.00 min .Peaking Factor ',. 484.00
'~, ~ Abstraction Coeff 0.20 '..
Pervious Area (AMC 2) 1.30 ac DCIA 0.00 ac
Pervious CN 87.00 DC CN 0.00 '.
Pervious TC 17.28 min DC TC 0.00 mm '.
Pcrvioos CN Calc
Description SubArea Sub cn ',
Herbaceous ~ 1.30 ac 87.00 ~'..
', Pervious Composited CN (AMC 2) 87.00 -
Pervious TC Calc
~r- _
~'.'i Type ' Description Leng[h Slope Cocff Mise ', TT
..',Sheet Dense grasses :0.24 50.00 ft 22.00% 0.2400 2.50 m .3.55 mm
.Sheet Densc grasses : 0.24 '..100.00 ft ;3.00% 0.2400 ''2.50 to 13.73 mtn
--~ ~ _-_ Pervious TC 17.28 mm '..
Record Id: Post 2-year
':Design Method SBUH .Rainfall Type TYPElA
$yd Inty j 10.00 mm ',,Peaking Factor 484.00
I '..Abstraction Coeff 0.20 '..
Pervious Area (AMC 2) 0.00 ac DCIA '.. 1.3t ac
.Pervious CN : 0.00 DC CN 98.00
Pcrvious TC 0.00 min DC TC 0.86 min
Directly Connected CN Calc '
Description
Impervious surfaces (pavements, roofs, etc)
DC Composited CN (AMC 2)
Directly Connected TC Calc
SubArea Sub cn
--_
1.31 ac 98.00
_.. I 98 00
..__ .__
'' Type '.. Description Length I Slope '. Coeff Misc '. TT
.Sheet ,Smooth Surfaces.: 0.011 30 00 ft '.10.00%'-0.Ol ]0 2.00 in ',0.31 mm '..
Channel (interm) '.Concrete pipe (n=0.012) 200.00 ft ',2.00% '.0.0120 ~ '0.56 min '.
Directly Connected TC ' 0 86mm '...
Record Id: Pre-10-Year
Design Method ', SBUH .Rainfall type TYPElA
',Hyd Intv '. 10.00 mm Peaking Factor 484.00
'~. ~.' Abstraction Coeff 11i 0.20
Pervious Area (AMC 2) I 1.30 ac DCIA 0.00 ac
Pervious CN '~ 87.00 :DC CN '.. 0.00
Pervious TC '.. 17.28 min DC TC '~ 0.00 min
Pervious CN Calc
Description SubArea Sub cn
Herbaceous 1.30 ac '. 87.00 '..
Pernous Composited CN (AMC 2) 87.00 ',.
Pervious TC Cale '.
~-
',, Type --- -
Description -.:..-- r-----
~ Length Slope ~ ------
Coeff '~. Misc
I TT
'.Sheet Dense gasses :0.24
-
_ - 50.00 ft 122.00%
- 0 2400 0.00 in
~ '0.00 min
~
,._
'.Sheet ......
Dense grasses :0.24 --- ....._----
,100.00 fr 3.00% r-
-
0.2400 '.0 00 m .
-------
'0.00 min
Pervious TC 17.28 min
Record Id: Post 10-year
Design Method SBUH 'Rainfa0 type '' TYPEIA '...
Hyd Tntv ~ 10.00 min 'Peaking Factor 484.00 '.
!Abstraction Coeff 0.20
Pervious Area (AMC 2) ~ 0.00 ae DCIA 1.31 ac j
Pervious CN 0.00 DC CN
_. .. __.
__
Pervious TC 0.00 min DC TC
Directly Connected CN Calc
Description
Impervious surfaces (pavements, roofs, etc)
DC Composited CN (AMC 2)
I ~ Directly Connected TC Calc
98.00
0.86 min
SubArea '. Sub en
131 ac 98.00
98.00
Type Description Length i Slope Coeff Misc TT
:Sheet Smooth Surfaces.: 0.011 30.00 fr ''.10.00% 0.01 ] 0 0.00 in -0.00 mm -
Channel (interm) ',Concrete pipe (n=0.012) 200.00 ft 12.00% :0.0120 '. -0.56 min '.
Directly Connected TC 0.86min ','
Record Id: Pr~100-Year
Design Method SBUH .Rainfall type TYPE]A ',
Hyd Into i 10.00 min 'Peaking Factor 484.00 '...
.Abstraction Coeff 0.20 '.
Pervious Area (AMC 2) 1.30 ac ',DCIA ^0.00 ac
Pervious CN 87.00 'DC CN 0.00
Pervious TC -~ 17.28 min '.DC TC 0.00 min ''..
Pervious CN Calc
Description SubArea ', Sub cn
Herbaceous 19C ac 87.00
Pervious Composited CN (AMC 2) ''. 87.00
Pervious TC Calc
I Type Description ! Length i Slope Coeff I Mrsc TT
'~.Shect (Dense grasses :0.24 .50.00 ft .22.00% 0 2400 '0.00 to -0.00 mm
.Sheet Dense grasses :0.24 '.100.00 ft 3.00% 0.2400 0.00 m ~-0.00 mm
Pervious TC ~, 17.28 min '
Record Id: Post 100-year
Design Method ~ SBUH :Rainfall type TYPElA
Hyd Intv 10.00 min Peaking Factor 484.00 _.
Abstraction Coeff 0.20
Pervious Area (AMC 2) 0.00 ac DC[A 1.31 ac
Pervious CN 0.00 DC CN 98.00
Pervious TC 0.00 min DC TC 0.56 mm
___
-_ _ Directly Connected CN Calc
Description SubArea ''.. Sub cn '.
Impervious surfaces (pavements, roofs, etc) 1.31 ac 98 00
DC Composited CN (AMC 2) vx.oo i
Directly Connected TC Calc
Type Description I Length 'Slope 'Coeff Misc '. TT
'.Sheet •Smooth Surfaces.: 0.011 30.00 ft '..10.00%':0.0110 0.00 in '-0.00 min'.
'..Channel (interm) ',.Concrete pipe (n=0.012) 200.00 ft'2 00% '.0.0120 0.56 min
Directly Connected TC 0.86mm ',
Post 100-year Event Summary
'~ Event Peak Q (cfs) Peak T (hrs) ',Hyd Vol (acft) Area (ac) Method Raintype'.
'b-month ~. 0.3412 ', 7.83 ':. 0.1087 '.. 1.3100 SBUH TYPElA
'. 2 yeaz 0.6037 7.83 0.7937 1.3]00 .SBUH TYPElA
l0 yeaz 0.9306 _Z83
. _ .0.3022 _1 3100 SBUH TYPEIA',
'. 25 year _
1.0927 7.83 0.3566 1.3100 SBUH TYPElA'
100 year 1.2544 7.83 0.4110 13700 SBUH TYPEIA'~..
Record Id: Post 100-year
Design Method ''. SBUH Rainfall Type '.. TYPElA '.
Hyd Into i 10.00 min Peaking Factor 484.00
---- -.._--- if ....._ . .. __
~~ ~ ',Abstraction Coeff '.. 0.20 ''.
Pervious Area (AMC 2) 0.00 ac '..DCL4 1.31 ac
'Pervious CN 0.00 'DC CN '. 98.00 '.
Pervious TC ~'.. 0.00 min '..DC TC 0.56 min '.
Directly Connected CN Calc
Description ' SubArea ' Sub cn
--
--
Impervious surfaces (pavements, roofs, etc) 1.31 ae 98 00
DC Compasited CN (AMC 2) 98.00
--... ~-
Directly Connected TC Cale '
Type '. Description Length Slape Coeff Mise TT
Sheet '.Smooth Surfaces.: 0.011 30.00 ft 70.00% 0.0110 0.00 in -0.00 min
Channel (mterm) LConcrete pipe (n=0.012) 200.00 ft .2.00°/ 0.0120 0.56 min
Directly Connected TC '. 0.86mm
Post 10-year Event Summary
Event Peak Q (efs) ,Peak T (hrs)',Hyd Vol (acft)'.Area (ac)',Method Raintype
'6-month''.. 0.3457 '~~. 7.83 '. 0.]087 1.3100 ''.. SBUH '.TYPEIA
~, 2 yeaz 0.6121 7.83 ~. 0.1937 1.3100 SBUH 'TYPEIA
''~.. 10 yeaz 0.9438 ''~
~ 7.83 0.3022 1.3700 SBUH TYPEIA
25 year '.. 1.1083
'~ 7.83 0.3567 '. 1.3100 ''. SBUH TYPEIA
1100 year 1.2723 7.83 ( 0.4111 '. 1.3100 SBUH TYPE]A
Record Id: Post 10-year
)Design Method SBUH Rainfall type I. TYPE]A '..
'Hyd Intv 10.00 min Peaking Factor 484.00
Abstraction Coeff '.. 0.20 '.
.Pervious Area (AMC 2) 0.00 ac 'DCIA '.. 1.31 ac
IPcrvious CN X0.00 ~DC CN 98.00
Pervious TC '' 0.00 min ',DC TC ''~ 0.86 min
Connected CN Calc
Description SubArea I. Sub cn '
Impervious surfaces (pavements, roofs, etc) 1.31 ac ! 98 00
'. DC Composited CN (AMC 2) 98.00
Directly Connected TC Cale
Type j Description Length ' Slope ', Coeff Misc TT
'Sheet '.Smooth Surfaces.: 0.011 30.00 ft '..10.00% 0.0110 0.00 in '-0.00 min
__
Directly Connected TC 0 86mm '
Post 2-year Event Summary
Event ,Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method Rainrype
6-month '.. 0.3457 ' 7.83 0.1087 1.3100 SBUH '..TYPE]A
!. 2yeaz 0.6121 7.83 01937 1.3100 SBUH TYPElA'.
l0 year '.
~ 0.9438 7.83 ' 0.3022 1 3100 SBUH '..TYPEIA'.
'; 25 yeaz 1.1083 7.83 ' 0.3567 1.3100 SBUH TYPEIA :.
'.100 year 1.2723 7.83 0.4111 '. 1 3100 '.. SBUH TYPEIA'.
Record I d: Post 2-year
;n Method ', SBUH
In[v -_.___..- - _.. 10.00 min
type
Factor
TYPEIA
- ~~_484.00-
',.., 0.20
'.Pervious Area (AMC 2) !' 0.00 ac ':DCIA
,Pervious CN 0.00 DC CN ', 1.31 ac
', 98.00
Pervious TC ':~ 0.00 min DC TC '.. 0.86 min
Directly Connected CN Calc
ii Description SubArea Sub cn
Impervious surfaces (pavements, roofs, etc) 1.31 ac I 98 00
DC Composited CN (AMC 2) i 98.00
Directly Connected TC Calc
Type ~ Description , Length j Slope I Coeff Mise '~. TT
.Sheet ''..Smooth Surfaces.: 0.011 .30.00 ft '10.00% '.0.0110 2 00 in'~0.31 mm '.
~:Channe] (interm) ;Concrete pipe (n=0.012) 200 00 fr !2.00% .0.0120. 0.56 min ',
Directly Connected TC I 0 86mm i
Post 6-month Event Summary
Event Peak Q (cfs) T.Peak T (hrs) Hyd VoI (acft) !Area (ac) Method'':Raintype',
MI6-month' 0.3457 '. 7.83 0.1087 1.3100 ': SBUH ':TYPEIA '.
', 2yeaz 0.6121 ~'. 7.83 0.1937 1.3100SBUH '..TYPEIA'.
]Oyear 0.9438 7.83 0.3022 1.3100 SBUH TYPEIA
25 yeaz 1.1083 7.83 0.3567 1.3100 SBUH TYPElA
100 year 7.2723 7.83 0.4111 1.3100 SBUH TYPEIA
Record Id: Post 6-month
.Design Method SBUH Rainfall Type TYPElA '..
Hyd Intv ] 0.00 min Peaking Factor 484.00
Abstraction Coeff 0.20
:Pervious Area (AMC 2) 0.00 ac 'DCIA 1.31 ac '.
.Pervious CN '. 0.00 ':DC CN 98.00 ''.
'.Pervious TC 0.00 min 'DC TC ': 0.86 mm ''.
Directly Connected CN Cale
Description '~... SubArea Sub en
Impervious surfaces (pavements, roofs, etc) 1.31 ac 98 00
DC Composited CN (AMC 2) ', 98 00
Directly Connected TC Calc
Type Dcscnphon Length ;Slope ,Coeff Misc : TT
(Sheet ,Smooth Surfaces.: 0.011 30 00 ft 110 00°/ '.0.0110 0.00 in 0.00 min
Channel (interm) !Concrete pipe (n=0.012) 200.00 ft ':'2 00% ':0.0120 :0.56 mm'..
Directly Connected TC ': 0.86min '.
Pre-100-Year Event Summary
~~ Event :Peak Q (cfs) iPeak T (hrs) ~Hyd Vol (acft)';Area (ac) iMethod Raintype
6-month 0.0547 8.17 '~.. 0.0375 1.3050 SBUH ',TYPEIA''.
i 2 year 0.2017 8.17 '. 0.0985 13050 ;SBUH .TYPEIA
]0 year '~; 0.4361 ' 8.00 0.1891 ! 1.3050 '' SBUH ,TYPEIA I,
'i 25 yeaz 0.5634 ': 8.00 0.2373 ~'. 1.3050 '' SBUH ''TYPE]A'....
',100 yeaz 0.6939 ~'',, 8.00 ', 0.2867 ~i, 1.3050 '~ SBUH TYPEIA -
Record Id: Pre-100-Year
Design Method ': SBUH Rainfall type I. TYPE]A
Hyd Into '.. 10.00 min .,Peaking Factor ! 484.00
..Abstraction Coeff 0.20
Pervious Area (AMC 2) ].30 ac DCIA 0.00 ac
Pervious CN 87.00 DC CN 0.00
Pervious TC 17.28 min DC TC
_- --_. . 0.00 min
:
Pervious CN Cale
~.
Description SubArea Sub cn
: Herbaceous ', 1.30 ac I 87.00
Pervious Composited CN (AMC 2) ', 87.00
Pervious TC Cale
', Type Description '~. Length '.. Slope Coeff I. Misc TT '...
Sheet '..Dense grasses :0.24 50.00 ft 122.00% 0.2400 '0.00 in -0.00 min '...
'..Sheet Dense grasses :0.24 ',.100.00 ft '3.00% 0.2400 10.00 in 0.00 min '..
Pervious TC ''.. 17.28 min
Pre-10-Year Event Summary
Event Peak Q (cfs) ,Peak T (hrs)',Hyd Vol (acft) .Area (ac) (Method Raintype
6-month! 0.0547 '. 8.77 '~ 0.0375 '.. 1.3050 '.. SBUH '..TYPEIA''..
: 2yeaz '- 0.2017 8.17 0.0985 1.3050 SBUH ''.TYPE]A'..
l0 yeaz 0.4361 ' 8.00 0.1891 1.3050 SBUH TYPEIA
': 25 yeaz O.S634 8.00 0.2373 '. 1.3050 -. SBUH TYPE]A'~
'100 year 0.6939 8.00 '. 0.2867 1.3050 SBUH TYPE]A '..
Record Id: Pre-10-Year
.Design Method ', SBUH Rainfall type ', TYPElA ',
Hyd Into 10.00 mm 'Peaking Factor 484 00 '..
'Abstraction Coeff ! 0.20
Pervious Area (AMC 2) - 1.30 ac DCIA '~ 0.00 ac ',.
Pervious CN 87.00 ~,DC CN ~ 0.00 '.
Pervious TC '.. 17.28 min DC TC 0.00 min '
Pervious CN Calc
Description ', SubArea ', Sub co
Herbaceous ''. 1.30 ac '.. 87.00
_ _
Pervious Composited CN (AMC 2) -_ _ _
87.00
Pervious TC Calc
Type Description Length Slope Coeff Misc TT
,Sheet Dense gasses :0.24 50.00 ft 22.00% 0.2400 0.00 in 0.00 mm '
Sheet Dense gasses :0.24 100.00 ft 3.00% 0.2400 '0.00 m 0.00 mm
Pervious TC 17.28 min
Pre-2-year Event Summary
Event ':Peak Q (efs) ,Peak T (hrs)'Hyd Vol (acft) :Area (ac) Metkod'....Raintype'.
'.6-month r
'.. 0.0547 j --
8.17
0.0375
1.3050
SBUH
!TYPEIA
2 yeaz I. 0.2017 8.17 ', 0.0985 1 3050 SBUH TYPEIA'..
l0 yeaz 0.4361 8.00 0.1891 1 3050 SBUH TYPElA '.
25 yeaz '~.. 0.5634 8.00 0.2373 1 3050 '.. SBUH TYPE]A'.
'.100 year .. 0.6939 8.00 '. 0.2867 1 3050 ~'. SBUH ,TYPEIA '',
Record Id: Pre-Z-year
.Design Method SBUH 'Rainfall type '~. TYPEIA
'Hyd Into ~ 10.00 min ''..Peaking Factor 484.00 ''.
I ~- LAbstraction Coeff 0.20 '..
Pervious Area (AMC 2) 1.30 ac '.DCIA 0.00 ac
Pervious CN 87.00 'DC CN 0.00 '.
.Pervious TC
- -
- 17.28 min
- - DC TC 0.00 min L.
-- -
Pervious CN Calc
Description SubArea '~.. Sub en
Herbaceous ~ 1.3.0 ac '. 87.00
Pervious Composited CN (AMC 2) ! 87.00
Pervious TC Calc
'~.... Type ', Description '. Leng[h ~ Slope Coeff ! Misc ~'~ TT
Sheet '.Dense gasses :0.24 50.00 ft ',22.00% -0.2400 ',2.50 in 3.55 min
'. Sheet '.Dense gasses :0.24 ' 100.00 ft ''.3.00% b.2400 :2.50 in ' 13.73 mm
'
-- Pervious 7,C ._____.. 17.28 min
'..., '.
Record Id: MIl Release
Descrip: Prototype Structure .Increment 0.10 R
:Star[ El 100.0000 ft Max El. l OS.0000 fr '..
Orif Coeff 0.62 Lowest Orif El. 98.00
Lowest Diam 1.9043 in Dist to next 1.1500 ft
D2 5.9000 in Dist to next 0.0000 ft '
Stage Discharge Rating Curve
1100.0000 ft'.0.0000 cfs 102.6000 ft''1.2962 cfs '..
'.100.1000 ft 0.031 I cfs 102.7000 ft 1.3378 cfs '..
:100.2000 ft ~i0.0440 cfs'102.8000 ft'.1.3781 cfs '...
i 100.3000 ft'~.0.0539 cfs 102.9000 ft'.1.4172 cfs'.
,100.4000 ft,0.0622 cfs 103.0000 ft,1.4653 cfs'.
1100.6000 ft.~0.0696 cfs''103.1000 ft 1.4924cfs'
'~ 100.6000 ft 0.0762 cfs'~.103.2000 ft 1.5286 cfs''
'',100.7000 ft 10.0823 cfs'~.103.3000 $ 1.5639 cfs'..
'.100.8000 ft 0.0880 cfs "':103.4000 ft 1.5984 cfs',
'.100.9000 ft0.0934 cfs '..103.6000 fr 1.6322 cfs '..
~I ] 01.0000 ft'0.0984 cfs'103.6000 8' 1.6653 cfs''..
1101.1000 ft 10.1032 cfs .103.7000 ft 1.6978 cfs'..
',101.2000 ft X0.3190 cfs 103.8000 ft 1.7296 cfs
!101.3000 ft 10.4781 cfs'..103.9000 ft 1.7608 cfs '.
101.4000 ft 10.5888 cfs'~..104.0000 ft ! 1.7916 cfs ',.
101.5000 ft'-0.6794 cfs'.104.1000 ft 1.8217cfs''.
101.6000 ft';0.7682 cfs'..104.2000 ft 11.8574 cfs'..
1101.7000 ft;0.8289 cfs..104.3000 ft',1.8806 cfs
~' 101.8000 ft 0.8936 cfs 1104.4000 ft 1.9094 cfs ''.
'.101.9000 ft'-0.9537 cfs'.104.6000 ft'1.9377 cfs
':102.0000 ft 1.0101 cfs 104.6000 ft 1.9657 cfs'...
.102.1000 ft -.1.0633 cfs' 104.7000 ft X1.9932 cfs'...
1102.2000 ft 11.1 ] 39 cfs -104.8000 ft 2 0203 cfs ':
102.3000 ft ' 1.1623 cfs :.104.9000 ft .2.0471 cfs
'102.4000 ft:..1.2086 cfs 105.0000 ft!2.0736 cfs'
U 02.6000 ft':1.2532 cfs '.106.1000 ft 2.0997 cfs
105.0000 ft 2.0736 cfs ''.
Record Id: N-001
Descrip: '..Prototype Record Increment 0.10 II
Start E] '.100 0000 fr Max El. 105.0000 ft '..
Storage Node'..Pond Discharge Node MH Release
Record Id: Pond
Descrip: ':Prototype Rewrd Ilncrement 0.10 ft '.
'.Start EI '..100.0000 ft .Max El 703.0000 ft~i
'Length '.50.0000 ft Width 50.0000 ft '...
.Length ssl 3.OOhav ':Length ss2 3.0000hav'~.
Width ss] '.3.OOhav 'Width ss2 '3.OOOOhavi
Record Id: M13 Release
Desenp:
Start El. .Prototype Structure Increment '.0.10 ft
100 0000 ft Max EL 105.0000 ft'
''-0rif Coeff .0.62 Lowest Orif E1. :.98.00
Lowest Diam 11.9043 in Dist to next 1.1500ft
D2 5.9000in .Dist to next 0.0000 ft
Record Id: Pond
Descnp Prototype Record !Increment '-0.10 ft
~
Start EI. .100.0000 ft '.Max El.
I103 0000 ft
(Length .50.0000 ft Width 50.0000 ft
!.Length sst
.Width ssl 3.OOhav
3.OOhav Leng[h ss23.0000hav'~..
Width ss2 3.OOOOh']v'...
Stage Storage Rating Curve
.100.0000 ft 0.0000 cf .101.6000 ft 4817.1520 cf -.
100.1000 ft'.. 253.0120 cf 101.7000 ft 5175.9560 cf
100.2000 ft 512.0960 cf 101.8000 ft .5541 9840 cf
,100.3000 ft 777.3240 cf 101.9000 ft 5915.3080 cf
100.4000 ft 1048.7680 cf'.102.0000 8.6296.0000 cf
_ ._._ t _ .....--- ~ ---
1100.5000 ft '..1326.5000 cf 102.1000 ft 6684 1320 cf
100.6000 R' 1610.5920 cf'.102.2000 ft '. 7079.7760 cf '.
',100.7000 ft :1901.1160 cf 1102.3000 ft''~. 7483.0040 cf ''..
100.8000 ft'2198.1440 cP:102.4000 ft '. 7893.8880 cf
1100.9000 ft 12601.7480 cf'.102.5000 ft 8312.5000 cf ~'..
':101.0000 ft'2812.0000 cf U 02.6000 ft 8738.9120 cf
'.101.1000 ft ,,3128.9720 cf'.102.7000 ft ' 9173.1960 cf-
101.2000 ft ~~3452.7360 cf'.102.8000 ft 9615.4240 cf '
',101.3000 ft:3783.3640 cf '.102.9000 ft 10065.6680 cf':~
'',101.4000 ft'~,~4120.9280 cf 1.103.0000 ft '.10524.0000 cf
'.101.5000 ft ~'~..4466.5000 cf 103.1000 ft'1:10990.4920 cf '.
Licensed to: Petra Engineering LLC